State-Dependent Constitutive Model for Rockfill Materials
Publication: International Journal of Geomechanics
Volume 15, Issue 5
Abstract
A series of large-scale triaxial compression tests on Tacheng rockfill material (TRM) showed that the dilatancy and stress-strain behaviors were significantly influenced by density and pressure. The critical state friction angle of TRM decreased with an increase in the initial confining pressure. In addition, the critical state line of this material in the plane ascended with an increase in the initial void ratio. On the basis of the specific critical state behaviors of TRM, a state-dependent constitutive model was slightly adapted in the triaxial stress space. The model, with only a set of model parameters, could capture the state-dependent behaviors of the dilatancy, stress-strain, and mobilized friction angle of TRM at various densities and pressures. The peak friction angle of TRM was found to be linear, with a coefficient of 0.21, in relation to the maximum dilatancy angle. The coefficient for rockfill materials was smaller than that for sands, indicating that the influence of dilatancy on the strength for sands was more pronounced than that for rockfill materials.
Get full access to this article
View all available purchase options and get full access to this article.
Acknowledgments
The authors acknowledge the financial support from the 111 Project (Grant No. B13024), the Program for Changjiang Scholars and Innovative Research Team in University (Grant No. IRT1125), the Project supported by the National Natural Science Foundation of China (Grant No. 51379067), and the Fundamental Research Funds for the Central Universities (Grant No. 2011B14514).
References
Anandarajah, A., and Dafalias, Y. F. (1986). “Bounding surface plasticity. III: Application to anisotropic cohesive soils.” J. Eng. Mech., 1292–1318.
ASTM. (2006). “Standard practice for classification of soils for engineering purposes (unified soil classification system).” D2487-06, West Conshohocken, PA.
Bandini, V., and Coop, M. R. (2011). “The influence of particle breakage on the location of the critical state line of sands.” Soils Found., 51(4), 591–600.
Bardet, J. P. (1986). “Bounding surface plasticity model for sands.” J. Eng. Mech., 1198–1217.
Bauer, E. (1996). “Calibration of a comprehensive hypoplastic model for granular materials.” Soils Found., 36(1), 13–26.
Been, K., and Jefferies, M. G. (1985). “A state parameter for sands.” Geotechnique, 35(2), 99–112.
Chakraborty, T., Salgado, R., and Loukidis, D. (2013). “A two-surface plasticity model for clay.” Comput. Geotech., 49(Apr), 170–190.
Charles, J. A., and Watts, K. S. (1980). “The influence of confining pressure on the shear strength of compacted rockfill.” Geotechnique, 30(4), 353–367.
Chinese Standard (CS). (1999). “Standard test methods for soils.” SL237-1999, China Water Conservancy and Hydropower Press, Beijing.
Chu, B. L., Jou, Y. W., and Weng, M. C. (2010). “A constitutive model for gravelly soils considering shear-induced volumetric deformation.” Can. Geotech. J., 47(6), 662–673.
Chu, J., and Leong, W. K. (2002). “Effect of fines on instability behaviour of loose sand.” Geotechnique, 52(10), 751–755.
Chu, J., Leong, W. K., Loke, W. L., and Wanatowski, D. (2012). “Instability of loose sand under drained conditions.” J. Geotech. Geoenviron. Eng., 207–216.
Chu, J., and Lo, S.-C. R. (1994). “Asymptotic behaviour of a granular soil in strain path testing.” Geotechnique, 44(1), 65–82.
Chu, J., Lo, S.-C. R., and Lee, I. K. (1992). “Strain-softening behavior of granular soil in strain-path testing.” J. Geotech. Engrg., 191–208.
Chu, J., and Wanatowski, D. (2008). “Instability conditions of loose sand in plane strain.” J. Geotech. Geoenviron. Eng., 136–142.
Chu, J., and Wanatowski, D. (2009). “Effect of loading mode on strain softening and instability behavior of sand in plane-strain tests.” J. Geotech. Geoenviron. Eng., 108–120.
Coop, M. R., Sorensen, K. K., Bodas Freitas, T., and Georgoutsos, G. (2004). “Particle breakage during shearing of a carbonate sand.” Geotechnique, 54(3), 157–163.
Dafalias, Y. F. (1986). “Bounding surface plasticity. I: Mathematical foundation and hypoplasticity.” J. Eng. Mech., 966–987.
Dafalias, Y. F., and Manzari, M. T. (2004). “Simple plasticity sand model accounting for fabric change effects.” J. Eng. Mech., 622–634.
Desai, C. S. (2001). Mechanics of materials and interfaces: The disturbed state concept, CRC Press, Boca Raton, FL.
Desai, C. S., and Faruque, M. O. (1984). “Constitutive model for (geological) materials.” J. Eng. Mech., 1391–1408.
Desai, C. S., Jagannath, S. V., and Kundu, T. (1995). “Mechanical and ultrasonic anisotropic response of soil.” J. Eng. Mech., 744–752.
Desai, C. S., Janardahanam, R., and Sture, S. (1982). “High capacity multiaxial testing device.” Geotech. Test. J., 5(1–2), 26–33.
Desai, C. S., and Toth, J. (1996). “Disturbed state constitutive modeling based on stress-strain and nondestructive behavior.” Int. J. Solids Struct., 33(11), 1619–1650.
Frossard, E., Dano, C., Hu, W., and Hicher, P. Y. (2012). “Rockfill shear strength evaluation: A rational method based on size effects.” Geotechnique, 62(5), 415–427.
Fu, Z., Chen, S., and Peng, C. (2014). “Modeling cyclic behavior of rockfill materials in a framework of generalized plasticity.” Int. J. Geomech., 191–204.
Gajo, A., and Muir Wood, D. (1999). “Severn-Trent sand: A kinematic-hardening constitutive model: The q-p formulation.” Geotechnique, 49(5), 595–614.
Gudehus, G. (1996). “A comprehensive constitute equation for granular materials.” Soils Found., 36(1), 1–12.
Gupta, A. K. (2009). “Triaxial behaviour of rockfill materials.” Electron. J. Geotech. Eng., 14(J), 1–18.
Honkanadavar, N. P. (2010). Testing and modeling the behaviour of modeled and prototype rockfill materials, Indian Institute of Technology, Delhi, India.
Honkanadavar, N. P., and Sharma, K. G. (2013). “Testing and modeling the behavior of riverbed and blasted quarried rockfill materials.” Int. J. Geomech., 04014028.
Hu, W., Yin, Z., Dano, C., and Hicher, P.-Y. (2011). “A constitutive model for granular materials considering grain breakage.” Sci. China Technol. Sci., 54(8), 2188–2196.
Hu, W., Yin, Z.-Y., Dano, C., and Hicher, P.-Y. (2013). “Influence of grain breakage on critical state.” Constitutive modeling of geomaterials, Q. Yang, J.-M. Zhang, H. Zheng, and Y. Yao, eds., Springer, New York, 173–177.
Indraratna, B., Ionescu, D., and Christie, H. D. (1998). “Shear behavior of railway ballast based on large-scale triaxial tests.” J. Geotech. Geoenviron. Eng., 439–449.
Indraratna, B., and Nimbalkar, S. (2013). “Stress-strain degradation response of railway ballast stabilized with geosynthetics.” J. Geotech. Geoenviron. Eng., 684–700.
Indraratna, B., Wijewardena, L. S. S., and Balasubramaniam, A. S. (1993). “Large-scale triaxial testing of greywacke rockfill.” Geotechnique, 43(1), 37–51.
Jefferies, M. G. (1993). “Nor-Sand: A simple critical state model for sand.” Geotechnique, 43(1), 91–103.
Jiang, J. S. (2009). “Experimental research on micro-characteristics and deformation mechanism for coarse-grained soils.” Ph.D. thesis, Hohai Univ., Nanjing, China.
Lashkari, A. (2009). “On the modeling of the state dependency of granular soils.” Comput. Geotech., 36(7), 1237–1245.
Li, X. S. (2002). “A sand model with state-dapendent dilatancy.” Geotechnique, 52(3), 173–186.
Li, X. S., and Dafalias, Y. F. (2000). “Dilatancy for cohesionless soils.” Geotechnique, 50(4), 449–460.
Li, X. S., Dafalias, Y. F., and Wang, Z. L. (1999). “State-dependent dilatancy in critical-state constitutive modelling of sand.” Can. Geotech. J., 36(4), 599–611.
Li, X. S., and Wang, Y. (1998). “Linear representation of steady-state line for sand.” J. Geotech. Geoenviron. Eng., 1215–1217.
Liang, R. Y., and Ma, F. (1992a). “Anisotropic plasticity model for undrained cyclic behavior of clays. I: Theory.” J. Geotech. Engrg., 229–245.
Liang, R. Y., and Ma, F. (1992b). “Anisotropic plasticity model for undrained cyclic behavior of clays. II: Verification.” J. Geotech. Engrg., 246–265.
Liang, R. Y., and Ma, F. (1992c). “A unified elasto-viscoplasticity model for clays, part I: Theory.” Comput. Geotech., 13(2), 71–87.
Liang, R. Y., and Ma, F. (1992d). “A unified elasto-viscoplasticity model for clays, part II: Verification.” Comput. Geotech., 13(2), 89–102.
Liang, R. Y., and Shaw, H.-L. (1991). “Anisotropic hardening plasticity model for sands.” J. Geotech. Engrg., 913–933.
Liang, R. Y., Sobhanie, M., and Shaw, H. L. (1988). “A joint-invariant bounding surface plasticity model for anisotropic behavior of sands.” Constitutive equations for granular non-cohesive soils, A. Saada and G. Gianchina, eds., Balkema, Rotterdam, Netherlands, 383–401.
Loukidis, D., and Salgado, R. (2009). “Modeling sand response using two-surface plasticity.” Comput. Geotech., 36(1–2), 166–186.
Lowe, J. (1964). “Shear strength of coarse embankment dam materials.” Proc., 8th Int. Congress on Large Dams, Int. Commission on Large Dams, Edinburgh, Scotland, 745–761.
Manzari, M. T., and Dafalias, Y. F. (1997). “A critical state two-surface plasticity model for sands.” Geotechnique, 47(2), 255–272.
Marsal, R. J. (1967). “Large scale testing of rockfill materials.” J. Soil Mech. and Found. Div., 93(2), 27–43.
Muir Wood, D., Kikumoto, M., and Russell, A. (2009). “Particle crushing and deformation behaviour.” Prediction and simulation methods for geohazard mitigation, F. Oka, A. Murakami, and S. Kimoto, eds., CRC Press, Boca Raton, FL, 263–268.
Muir Wood, D., and Maeda, K. (2008). “Changing grading of soil: Effect on critical states.” Acta Geotech., 3(1), 3–14.
Murthy, T. G., Loukidis, D., Carraro, J. H., Prezzi, M., and Salgado, R. (2007). “Undrained monotonic response of clean and silty sands.” Geotechnique, 57(3), 273–288.
Ni, Q., Tan, T. S., Dasari, G. R., and Hightf, D. W. (2004). “Contribution of fines to the compressive strength of mixed soils.” Geotechnique, 54(9), 561–569.
Russell, A. R., and Khalili, N. (2004). “A bounding surface plasticity model for sands exhibiting particle crushing.” Can. Geotech. J., 41(6), 1179–1192.
Seif El Dine, B., Dupla, J. C., Frank, R., Canou, J., and Kazan, Y. (2010). “Mechanical characterization of matrix coarse-grained soils with a large-sized triaxial device.” Can. Geotech. J., 47(4), 425–438.
Shi, W. C. (2008). “True triaxial tests on coarse-grained soils and study on constitutive model.” Ph.D. thesis, Hohai Univ., Nanjing, China.
Taiebat, M., Kaynia, A. M., and Dafalias, Y. F. (2011). “Application of an anisotropic constitutive model for structured clay to seismic slope stability.” J. Geotech. Geoenviron. Eng., 492–504.
Thevanayagam, S., Shenthan, T., Mohan, S., and Liang, J. (2002). “Undrained fragility of clean sands, silty sands, and sandy silts.” J. Geotech. Geoenviron. Eng., 849–859.
Vaid, Y. P., and Sasitharan, S. (1992). “The strength and dilatancy of sand.” Can. Geotech. J., 29(3), 522–526.
Varadarajan, A., Sharma, K. G., Abbas, S. M., and Dhawan, A. K. (2006). “Constitutive model for rockfill materials and determination of material constants.” Int. J. Geomech., 226–237.
Varadarajan, A., Sharma, K. G., Venkatachalam, K., and Gupta, A. K. (2003). “Testing and modeling two rockfill materials.” J. Geotech. Geoenviron. Eng., 206–218.
Vasistha, Y., Gupta, A. K., and Kanwar, V. (2012). “Prediction of shear strength parameters of two rockfill materials.” Electron. J. Geotech. Eng., 17(W), 3221–3232.
Vasistha, Y., Gupta, A. K., and Kanwar, V. (2013). “Medium triaxial testing of some rockfill materials.” Electron. J. Geotech. Eng., 18(D), 923–964.
Verdugo, R., and Ishihara, K. (1996). “The steady state of sandy soils.” Soils Found., 36(2), 81–91.
Wang, Z.-L., Dafalias, Y. F., Li, X.-S., and Makdisi, F. I. (2002). “State pressure index for modeling sand behavior.” J. Geotech. Geoenviron. Eng., 511–519.
Wang, Z.-L., Dafalias, Y. F., and Shen, C.-K. (1990). “Bounding surface hypoplasticity model for sand.” J. Eng. Mech., 983–1001.
Weng, M.-C., Chu, B.-L., and Ho, Y.-L. (2013). “Elastoplastic deformation characteristics of gravelly soils.” J. Geotech. Geoenviron. Eng., 947–955.
Wu, W., Bauer, E., and Kolymbas, D. (1996). “Hypoplastic constitutive model with critical state for granular materials.” Mech. Mater., 23(1), 45–69.
Xiao, Y., Liu, H., Chen, Y., and Jiang, J. (2014). “Bounding surface model for rockfill materials dependent on density and pressure under triaxial stress conditions.” J. Eng. Mech., 04014002.
Xiao, Y., Liu, H. L., Zhu, J. G., and Shi, W. C. (2011a). “Dilatancy equation of rockfill material under the true triaxial stress condition.” Sci. China Technol. Sci., 54(S1), 175–184.
Xiao, Y., Liu, H. L., Zhu, J. G., and Shi, W. C. (2012). “Modeling and behaviours of rockfill materials in three-dimensional stress space.” Sci. China Technol. Sci., 55(10), 2877–2892.
Xiao, Y., Liu, H. L., Zhu, J. G., Shi, W. C., and Liu, M. C. (2011b). “A 3D bounding surface model for rockfill materials.” Sci. China Technol. Sci., 54(11), 2904–2915.
Xu, M., and Song, E. (2009). “Numerical simulation of the shear behavior of rockfills.” Comput. Geotech., 36(8), 1259–1264.
Xu, M., Song, E., and Chen, J. (2012). “A large triaxial investigation of the stress-path-dependent behavior of compacted rockfill.” Acta Geotech., 7(3), 167–175.
Yamamuro, J. A., and Lade, P. V. (1998). “Steady-state concepts and static liquefaction of silty sands.” J. Geotech. Geoenviron. Eng., 868–877.
Yang, J., and Li, X. S. (2004). “State-dependent strength of sands from the perspective of unified modeling.” J. Geotech. Geoenviron. Eng., 186–198.
Yao, Y. P., Sun, D. A., and Luo, T. (2004). “A critical state model for sands dependent on stress and density.” Int. J. Numer. Anal. Methods Geomech., 28(4), 323–337.
Information & Authors
Information
Published In
International Journal of Geomechanics
Volume 15 • Issue 5 • October 2015
Copyright
© 2014 American Society of Civil Engineers.
History
Received: Dec 3, 2013
Accepted: May 15, 2014
Published online: Jun 4, 2014
Published in print: Oct 1, 2015
Authors
Metrics & Citations
Metrics
Citations
Download citation
If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.